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HomeMy WebLinkAbout5415 No. 5415 GARNET I) OOUNTY BUILDWG, SANITA TIONandPLANNINGDEPARTMENT 109 8th Strccl Suitc 303 Glenwood Springs, Colorado 81601 (303) 945 -8212 Job Address County Road 300, Parachute Nature of Work Building Permit UscofBuilding Gas Meter Building Owner Public Service Company of Colorado Contractor Elite Buildings Inc. AmountofPcrmil5 163.35 Date February 2, 1995 Permit: 99.00 Plan : 64.35 Paid $163.35 1 -12 -95 S. Archuelta Clerk GARFIELD COUNTY APPLICATION FOR BUILDING PERMIT _re_ . PERMIT NUMBER . / s A • essor's Parcel # Z107-77/-00 P (jlo please int or type DATE //' 1f91 TO BE FILL ;15 OUT BY APPL PLOT PLAN !ADDRESS j NOTE: Show easements, property line dimensioi .a !SUBDIVISION - all other structures, specify north, and stree !FILING Y LOT # - BLOCK N name. For odd shaped lots, or if space is a TAX SCHEDULE H 2.16 Lq '7 too small, provide separate plot lan. LEGAL (SEC /TWN /RNG) E /p Ntf 19 ) 775 /z 9.5"6.) # OF BUILDINGS NOW ON PARCEL 2- l NAP!E UFSLiL SFJIJ/lC.E' -Co. oF' Colo USE OF' BUILDINGS NOW ON PARCEL , 645 K !MAILIN /22, / Sir z/ Ob /yl� /� /7112(2.5-7/.4.)6 o iCITY6 /1/O2 k'OZOZ PHONf�303�t94"S3S) IN AME m !ADDRESS CITY NAME EttrE PnJ $ s /NC, ce o u a 4 ADDRESS _444 e t /1 /L lOIVy/ F c»J r'te I�D*D ,A F, J pICITY ERU.uf+ e D 0 ( JI o i PHONE(Nc l '42 -4447 LICENSE # _ CLASS OF WORK P /�C.i -iC`� VFW X ALTERATION ADDITION DEMOLISH REPAIR MOVE MOBILE HOME (make /model) S.F. OF BUILDING /BO S.F. OF LOT 14QtQ OF FLOORS % HEIGHT O OF FAMILY UNITS - # OF BEDROOMS - INTENDED USE OF BUILDING 1/011,e N4 - rani /120 n...5 GARAGE: SINGLE= DBL CARPORT: SINGLE- DBL = FRONT PROPERTY LINE FIREPLACE DOCUMENTS ATTACHED _ STREET NAME /ROAD NUMBER eO)JNTY .QD, 300 WATER SUPPLY N CHECK IF CORNER LOT _ DRIVEWAY PERMIT /Y' /4 DESCRIPTION OF WORK PLANNED /A/ST.? NBt/ SITE PLAN /r77 a /LP,A/C7 to / A44 BUILDING PLANS ,q S i7MC /6E/.t & Gi7G ft/ 7/ t-s SANITARY SEWER CLEARANCE Nff" I hereby acknowledge that I have read this ON SITE SEWAGE DISPOSAL PERMIT /t//',4 application and the above is correct and I OTHER DOCUMENTS (specify) agree to comply with all county ordinances jid state laws car o F regula ;ing blding constructic 1 L7 ?2L1C x'KV building +Cc SIGNATURE 1 FOR OFFICE USE ONLY VALUATION ` / 5 (J0 . FLOOD HAZARD PERMIT FEE $?it . ea PLAN CHECK FEE $ (e./. 1-r CERTIFIED BLDG ELEVATION TOTAL FEE $ / .sr SCHOOL IMPACT FEE $ 1 SPECIAL CONDITIONS DATE PERMIT ISSUED ZONING DISTRICT PROBLEMS WITH PERMIT TYPE OF OCCUPANCY r -1-- TYPE OF CONSTRUCTION - /V ADDITIONAL INFORMATION NEEDED S.F. OF BUILDING / FO S.F. OF LOT MAX. HEIGHT 7 0' ROAD CLASS. CERTIFIED BY COLORADO REGISTERED LAND SURVEYOF SETBACKS � FROM PROPERTY LINE: FRONT T- OR ENGINEER REAR - J ' RIGHT'' # 77..) 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IV (-; r- A.L , C,c ' ' - - ,-i (Tr' • - • ---,::--- t , ._, --- 2 --_...-:- - ----_,_ --..-.. - -;cr----...., .. ,,,-:,. - - ..„--,:,-;:ist-c.z...__ ,.• ,-(. - - - .7 ... 7 , . , .. , - ci ------ --z• - s , „\--C- ---- ---- -- - - ./ /r / / , 9 , I 7 ( (. 7 ./../ 7/ / i GARFIELD COUNTY BUILDING AND PLANNING NOTICE A COPY OF THIS PLAN REVIEW IS ATTACHED TO THE OWNER'S OR CONTRACTOR'S COPY OF THE APPROVED PLANS. THIS PLAN REVIEW IS PROVIDED IN CONJUNCTION WITH OR IN PLACE OF REDLINING THE APPROVED PLAN. IT IS THE RESPONSIBILITY OF THE OWNER AND /OR THE CONTRACTOR TO CLOSELY REVIEW THE PLAN REVIEW AND VERIFY THAT ALL CORRECTIONS NOTED ARE BROUGHT INTO COMPLIANCE WITH CODES ADOPTED BY GARFIELD COUNTY. THE ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS, SPECIFICATIONS AND COMPUTATIONS SHALL NOT BE CONSTRUED TO BE A PERMIT FOR, OR AN APPROVAL OF, ANY VIOLATION OF ANY OF THE PROVISIONS OF ANY CODE, ORDINANCE OR RESOLUTION OF GARFIELD COUNTY. PERMITS PRESUMING TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF CONSTRUCTION CODES OR OTHER ORDINANCES OR RESOLUTIONS OF GARFIELD COUNTY SHALL NOT BE VALID. THE ISSUANCE OF A PERMIT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE CHIEF BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA, OR FROM PREVENTING BUILDING OPERATIONS BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF CODES, ORDINANCES OR RESOLUTIONS OF GARFIELD COUNTY. (Authority under the 1988 Uniform Building Code Section 303 (c). titled: Validity of Permit.) THE REVIEW OF THE SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABILITIES BY GARFIELD COUNTY FOR ERRORS OMISSIONS OR DISCREPANCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICALLY WITH THE ARCHITECT, DESIGNER, BUILDER AND OWNER. COMMENTS AND NOTATIONS ARE INTENDED TO CONSTRUCTIVE AND IN SUPPORT OF THE OWNERS INTEREST. Art Hougland, of Building Official PRNOTICE 109 8TH STREET, SUITE 303 • 945 8212/625- 5571/285 -7972 • GLENWOOD SPRINGS, COLORADO 81601 pueLle creteledr to a S /WOW gout/0'0 AF. P ROVED tinistfEcr TO myna) rielpTioNs & iNspEcmons VPTY rot' (3,u-ciaw couNTy BUILp.0 1C DEPARrall Date / 'ffk Esy FIELD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE Page of — — •- • (n / /i /r Gsz el G 9' ) O}Qcam'756 "o/v ?ocz 1 hc'ccS ° 0OIf1N • O�O[D � in 0 muCO L CO I 3 0 m c c ¢ .Q OOE OVOU AINflO0 a ti o H U O (a: o 1 : a „ c C U U U n o - m '" 0 0 C CO zm - is a ¢ O m co ri a m Ol CU _i--+ Ce w Y "1.0. `V K X X • rn X C D C N E co N 9 L(U a' W. • c m 0 L - c c I— If) C7 F— 0 Y -o ..�. r u�7 C n ..+• ��' o • X x n.nu m W m w a i o X o O1 6 G— " V Qy N o L.L. w J. O L 11 G 6 ��'`_ a � ■ rS� O W Z X \ I- Z X x Or-+ , °; 3 m N CC m c n �i Y 0 L Y SL'L( c G X a -c:4 E X L O N L .StL — t° a C/D NT c c m a X c m 01 V C C N .0 x x ° f - E • —1 05 al a 0 x s ai w m r r 1 N E L t �z a) X 1.--, O El 0 I j w LL �i ilj 0 'T o - 0 M m m r m r [l7 O 1 --�--I O ai N m m m 0 LL H ° o X m • O ¢ ? 1---1 o .-4 CS X N co ✓ � yy U F-•+ -ti ` o • Tw T n I X r V 1 E m $ as C C^ U 0 C a # X - o ank CS n � .-1 o 1 co 0 U l - a) O L N n a 0 N Z 3 JR Engineering, Ltd. 4812 South College Avenue 4935 North 30th Street Fort Collins, Colorado 80525 Colorado Springs, Colorado 80919 (303) 2824335 • FAX (303) 282 -4340 (719) 593 -2593 • FAX (719) 528 -6613 6110 Greenwood Plaza Blvd. Englewood, Colorado 80111 (303) 740 -9393 • FAX (303) 721 -9019 November 13, 1994 Mr. Al Morganfield Public Service Company 1225 17th Street, Suite 2100 Denver, CO 80202 Re: Foundation Plan Battlement Mesa Station Dear Mr. Morganfield: In response to your request, JR Engineering, Ltd. has reviewed the Concrete Plan prepared for the Battlement Mesa Station Meter Station foundation. Based on our calculations of the anticipated loads to be imposed on the foundation, we have determined that the proposed plan (see attached copy prepared by the Public Service Company) should be sufficient with the following changes: • The concrete slab section should be 6- inches thick, • the concrete slab section should be reinforced with 6x6/10 -10 WWF, • all reinforcing shall be centered either in the slab or the stem walls with a minimum of 3- inches of cover in the stem walls, • main reinforcing steel in the corners of the stem walls should have #4 - 90° corner bars extending 2' -0" each direction in the plane of the main steel, • all concrete shall be a minimum off, = 3,000 p.s.i., and • the corner between the stem wall and the slab should be chamfered a minimum of 4- inches at 45 °. Although our design calculations show that the 18 -inch deep stem wall is adequate, a word of caution "local jurisdictions or building departments may require deeper stem walls for frost depth protection''. Recycled i 1 72, -6" F T T • ti L J -._ - lir towestaiv .sr ` on THICK 5700P b, 4. -• 4, 4 O. 1 2 . r2 • t W RE►E m HAVE FIBIffME9I i V A r r a- An vwrrw.rir a rrnrvrrirn9 mew d o/ � � If .� p RESAR -AU ARplA110 -48-1- ()Public Service BA TTLE4IE#V r MESA srA nodq Inna Pair SS , O-' - CONCRETE PLAN rar DRAW 0Y- P. GE75ERT DATE 10 -6 -94 XALE• 0 % LO/ ss .JR ENGINEERING, LTD CLIENT „I 0.17 ii c �di �70.� � .? � GRt�oe Na Jr ena,ECr lam, -c Ei r � ..r�r— � l�/!_f �/ Li DATE /A /1- 94 Sumer AlC /Lam e 4]) R 3, ).,._ '71,-,: SHEET NO. I OF / / - - OC_ . = 4 5:1 , .\ \. N 5L. ]Or i f , /11-' I/ . ✓i r v t Z .e &. ' ty ,7 /gi/ .7% ✓.�f Cers. 4soc. 07d/0- " 4) z m i tt . -: y = O. ooZSG�. l/ �' ✓= // 0 end )4. G6 /# 3.7 4/ . Mr„,/ z '/ .-,3 30 tz. - - o/359,: /� x tt90_•- .2. - z5 - I z 1 ' 'vJ /71-3 'JR ENGINEERING, LTD. CLIENT �G JOB NO. 9 00 jr PRWECf6.�"'7 i G.C�7� � E�S1 By C: DATE // - // - SUBJECT �-{c_cZ_ ra) K3 >. ' SHEET NO OF fc rx1ai.o,i L cz d d L &/ sc. g b. €_., c0 !0.0' - /s , z 3z hz(e43)-/- t k= T X h b ra apc =G,5z h = 7 n � � = z Kam a1�a'ed.7 = / fit 7 L. O. .35 r' Z S L, w i7:C.. 7. • _ X25 3:, = 8.03 i = 1S 7I . N. 7 SX �� - Z �Z��o3f �)f S fvY �> 1�= oL_L .B LS x lZ �7S' /Fr b L �1 X -t - /�.j7 / 5 x z-7. /8 - !oa (6f ¢C3 /Fi. - - ED V �L� f L ✓- o w-__ ✓ : X 7,8# - /go 4- 1.1 - 75 2 - 'JR ENGINEERING, LTD. CLIENT PSC JOB NO C: 20 Z. O. Oa J r / PROJECT ,arr i7„"- ,r '/�; By �,,% T GA a/' �-!� \\�\\ � ran /�-��� S UHIECT br`i h,G� ��-'jZ(��J j�-Tia;:s) SUEET NO. 3_ OF _ Grp: L, Cwlo aired.,,,- ✓ //tee r1 co-n5fdei - ,4y %s ,apt , c ,C 2A 149 - 3/xtix74 z ) ' 4/.33 ilk D IS 2- C.. Z /y ! 6 / dam/ W.6. W .L. -PL. D sc— %SIC, -6' gave c oot s , 2ooe ^,wc- z f C sEz ? z 4:4 ! so — 2!(.c, 11 %, Fi (03,- .v 44 — 40 lg4 .r. -er-t atiss,re.... ----, V(GoQo V rict. % g" W r?e— fm ,„ 5.2/ .U,c..- X z- -z.. 5 ! 7. A- `W L' h__ v 6 o l . L S J /00b 6e a p 4 t e oP 1 6 0 0 C 6 F": 4'!3 4_ — /Z . . ILLd -L L= -sc..S--rsc - W 1- nL + 'k LL • • -✓V= - k_ h 18 -2 - 71 a - q • R = 6h +. 5f • = C --- -- __E. • . (rr-+3) +f(3h + t)• B .2 22 t Meant is any section of the column at a • � � ~ I • distance y from A or Es . - • 1 Il h zy= - .ar -: • .. -- -L - - -- s BAUasat in any aoction of the beam at a horizontal distance x from Bs - • • Roc = + f • (L • z)- H(h + ) C • • • ED • � . �_ A -- g I . 1 2 = y a 15 Vs = • In. ••bL + f(5L2 -�2) - P • H = :',.1 a - -- b - a•� c 2 h + + t(sh + f) 0 - --- 1 .-- 1 - Moslsat is - any section • tho oolusn st a - • B 1 • 12 • k f - distcaao z' from A or- - �- a A^ I 2 = • . . l - Rae - • • • . I . L z r. l h • . _ S • - - a = + V A C ' S • ' - •£-) 4 • • f • . ] ; , P e &(h + t) - . •a -- - = x - z • 15 - 8 - g ®B I - -- I2 f _� x yt 4 / 6%7/ F9 Y _ y _ I1 i ll f_E Tv if . V _ gt(2h +f) k = I2 • h 2L I s : _ BON + 3) + 51(4h + f) E i • • - h 3) + f(3h + f) • Hamats 16 = + (qt - H)h . For 8Ct li = + (qf E)( • • R _ do = +V • $- E(h + • - . . P(b + o) Y -.X a 15 3 1 E = F 4' .(h{n)(2h r) e - - (3hic) - , C 1 • - )+t(3h+4 P - --•=t- - • 3bamsatt NB = . (P 10h • - • 8 2 D . • 4 = +(P-1Q ( : P hia a 1 1 h . L - E 6 ° P(h+e - E(3+f -- -- r For o =!t'V = - • _� 8 ZS • PP" _ 2 I 2. h • 16 -10 (' Y a-. "• Y = a C -- _ __ - t— • B I 04 2 - • H _ Mak+6(2h +f) a \a.s D ' h + 3) + f(Sh + f) I1 • 4 h Moment: --- y -'- - - 4h-H 8 i H For AB: ldy = + (qh - JOY ' . `D' A - h 2 i • . ffi =+ — Bh •- • Y =+ -- H(h +t) KC HD = •• Bh B..a*� /J/ ��Q Y = 1- — I 2. h 16_. -. • • h + 3) f(82t + f) - J• Iforeents ! • _ + 0 - 10* o N II I1 h _ + Po - Hh , 1 1...4 --Q-n B • . Z = +•ya E(h+ - • Ll~ • r . r - WIND & SEISMIC LOADINGS ON UL BUILDING Job No. :Bilittaldieht:Mettax.*,::::: Project ::VitestgaiSIPUbloSeniltettiorColbradtkix:...*::]..*:::::i.:......:::::*. Width 2.0 if Type of Building ::E::]::::E:itlt].::..::::: No. of Anchor Bolts _ ,. :::: Length 150 It Panel Weight (psf) ::i;;!251*1::::: Side vvaus:::::::::::;: ,,..:*':::::Eiii Short leg :::::*:7:0:ii;':K , Gable Walks :1:::::::::::i+Ei::::::U Long leg .::::. Longest wall panel 9.00 ft eirvidio Bolts spacing WO. C.) Wall Thickness 1.5 In Side wall area 105.0 sf Roof Pitch ::::::::.:.:::::vi::::::::: Gable wall area 96.0 sf R ive LoadIK .:.::U.i: (option 1 = 4:12) Roof area 189.7 sf Snow Load :i::o:::Aer:otr:::ii (option 2 = 2:12) Seismic Zone ::::: (option 3 = shed) Dead load of Bldg. 977 Ib S 'smic Imp. Factor i .,R::1126.:]::::: ..„./ (option 4 = lowprofile) DL + LL 2,777 Ib .....,---- DL + LL + SU2 63771b DL+LL+SL 9,977 lb UBC (1991) WIND LOADING METHOD . Ht Exp D Exp C Exp B 0 1.39 1.06 0.62 Design Wind Pressure 15.1 1.45 1.13 0.67 Roof Slope (x in 12) 40 : 12 20.1 1.50 1.19 0.72 Wind Speed .;;; p=Ce*Ccrqs*I 25.1 1.54 1.23 0.76 Exposure ( B or C) ;:; 30.1 1.62 1.31 0.84 Ht. Above Ground .::0 40.1 1.73 1.43 0.95 Importance Factor (I) EE:P:g:il:;:;N::;: 60.1 1.81 1.53 1.04 Agricultural reduction (Y or N) :::]:::::;:lip:ip:: 80.1 1.88 1.61 1.13 Open Structure (Y or N) pip.i.VM.::: • 1001 1.93 1.67 1.20 Wind stagnation pressure qs = 16.4 120.1 2.02 1.79 1.31 Combined Hi, Exposure & Gust Coef Ce = 1.06 160.1 2.10 1.87 1.42 Pressure Coef for Portion of Structure (Cq) 200.1 2.23 2.05 1.63 3001 2.34 2.19 1.80 400.1 Elements and Components not in areas of discontinuity METHOD 2 Wall Elements Vert PrOj Area Cq 1.3 Windward (inward) Cq 1.2 (any direction) Leeward (outward) Cq -1.6 Roof Elements Cq -1.6 0.8 Horiz Proj Area Cq -1.2 METHOD 2 Wind Loadings of Elements Wind Loadings of Building Wall Windward (inward) 20.87 psf Wall (any direction) 22.61 psf Leeward (outward) -27.83 psf Roof (perpendicular to ridge) Roof (up ward) -20.87 psf Windward 13.92 psf Leeward (or flat roof) -27.83 psf ,, tO ,, REG4 S I 1/2 1 ,, ••‘‘ * , W ".. f t) . S l ......... ' .. • LI • i . ..9 ... _ E - ; - z k 1 ,44, ct i .: •Vcy W8E-91-2.XLS Page 1 10/6/94 WIND & SEISMIC LOADINGS ON UL BUILDING (CONT.) . ............................ _ _ ... .... .. .. Job No. Battefpti¢ Project W XPubBcSerowe60ofCglorado F7�_ F1 V1 V1 �� F1 \i Fl �� A F2 F2 Height 1 DL Height DL F2 ♦ F21 F3 — Mb,. F3 --11/.... F4 \_ S2 F4 RI R S2 T Width T Width _____ C C F4 F4 GABLE STYLE BLD SHED STYLE BLD Forces on Gable End Walls Forces on Gable End Walls REACTIONS ON BUILDING DUE TO WIND LOADING Load at Eave Ht on Gable End Walls Fl = 938 Ib Shear at bot. sill orb Gable End Walls 51 = 1,526 Ib Load on Side Walls from Gable End F2 = 611 Ib Shear at bottom sill on Side Walls S2 = 1,085 Ib Load at Bottom Sill on Gable End Walls F3 = 594 Ib Load at Bottom Sill on Side Walls F4 = 475 Ib Uplift on building (per side wall) V1 = 1,879 Ib/ OVERTURNING MOMENT: (Wind Load only) , c •,, ,,,• i / MI = ((F7 x 2 Ends)x Height +( V1 x Width)) x 1.5 Safety Factor s z a ; " ' ° ( . ' ml= 53.40 K -ft � � <y • I �� 1 � � . i ' S „' GRAVITY COUNTER MOMENTS: j, r ,G S. (Dead Load only) (DL +LL) (DL +LL +SL2) M2 = DL x Width/2 M2' = (DL +LL) x Width/2 M2" _ (DL +LL +SU2) x tidt . i i 957 M2 = 5.86 K -ft M2' = 16.66 K -ft M2" = 38.26 K -ft • : C NET MOMENT M =M1 -M2 M'= M1-M2' M "= M1 -M2" % „,,,• •e�QS M = 47.54 K -ft M' = 3674 K -ft M” = 15.14 K -ft ?1 �l E' o' � REACTION ON SIDE WALL ANCHORS REACTION ON EACH ANCHOR BOLTS T = M / Width Tension = T / No. of Side Wall Anchor Bolts (ix + WL) T = 3,962 Ib Tension = 792 Ib (DC +u+ WL) T = 3,062 Ib Allowable Working Tension on Anchor Botts = 1,006 Ib (DL +u +SU2.w2) T' = 1,262 Ib (Ultimate Tension on Anchor Bolts = 4022 Ito) REACTION ON SIDE WALL ANCHORS REACTION OF GABLE END WALL ANCHORS C = DL - Uplift + T Shear = S1 /No. Gable End Wall Anchor Bolts (DC +WL) C = 1,181 Ib Shear = 382 Ib (DL + u+ AI) C' = 2,081 Ib Allowable Working Shear on Anchor Bolts = 1202 Ib ( DL +u +stn +wL) C" = 3,881 Ib (Ultimate Sheer on Anchor Botts = 48071b) UNIFORM LOADINGS Wall Panels 20.9 psi (inward) Roof Panels 13.9 psi (inward) Wall Panels -27.8 psf (outward) Roof Panels -27.8 psi (outward) W8E- 91 -2.XLS Page 2 10/6/94 0 o SEISMIC LOADING ON UL BUILDING ......................_. _. ._._......... Job No. Batteliiienl Mesa Project westg4s / PP Serflice Co oP Co. lorado .. Width 12.0 R .: Type of Building UL No of Anchor Botts Length 15.4ff Side Walls 5 Short leg 74 : Gable Walls € 4 • Long leg 7.4i ft! j Longest wall panel 9.00 ft . Roof Pitch 1 Side wall area 105.0 sf (option 1 = 4:12) Gable wall area 96.0 sf (option 2 = 2:12) Roof area 189.7 sf (option 3 = shed) (option 4 = lowprofile) Dead load of Bldg. 976.845 UBC (1991) SEISMIC LOADING METHOD Seismic Design Loads Dead Load 976.845 V= (Z'PC'W)/Rw Zone FactorZ .................. Seismic Zone (1,2A,2B,3,4) 1 1 0.075 Live 8/or Snow Load 50 psf 2A 0.1 Importance Factor (I) 1 2B 0.20 value for C 2.75 3 0.30 value for Rw ::*::: .6 :- : 4 0.40 value for Z 0.075 REACTIONS ON BUILDING DUE TO SEISMIC LOADING (Load per side warn Wt = (OL +(SL +LL)'W'L)/2 Load at Bottom Sill on Gable End Walls F3 = 171 Ib Wt = 4,988 Ib Load at Bottom Sill on Side Walls F4 = 171 Ib DL = 977 Ib Shear at bot. sill on Gable End Walls S1 = 171 Ib ,a`e 0' R E F1 = (Z'I'C`W)/Rw ,�`' 3. 1 f . , • F7 = 171 Ib G� ~44• � C,' •W... O' : OVERTURNING MOMENT: �. ( i; M1 = (F1 x 2 Ends)x Height x 1.5 Safety Factor - M1 = 3.60 K -tl 9 7 4 � GRAVITY COUNTER MOMENTS: GRAVITY COUNTER MOMENT: PI , e. ' • ' x+ �� (NOTE: Wt = DL +LL +SL) (NOTE: INT= alt 4 . OL on •... a G ,. , M2= Wt Width/2 M7= Wt Width/2 �' .. /OI'�A� : ` ' M2 = 29.93 K -ft M7 = 5.86 K -ft NET MOMENT M = M1- M2 NET MOMENT M' = M1- M2' M = -26.33 K -ft M' = -2.26 K -It REACTION ON SIDE WALL ANCHORS REACTION ON EACH ANCHOR BOLTS T = M / Width Tension = T / No. of Side Wall Anchor Bolts (Load wiDL +SL +Ly T = -2,194 Ib (NOTE: Load with DL +SL +LL) Tension = -439 Ib (Load with OL only) T = -188 Ib (NOTE: Load with OL only) Tension = -38 Ib Allowable Working Tension on Anchor Bolts = 1,006 Id (Ultimate Tension on Anchor Bolts = 40221b) REACTION ON SIDE WALL ANCHORS REACTION OF GABLE END WALL ANCHORS C = Wt + T Shear = S1 /No. Gable End Wall Anchor Bolts (Loadw/DL +sL +LL) C = 2,794 Ib Shear = 43 Ib (Load wdh DL only) C' = 789 Ib Allowable Working Shear on Anchor Bolts = 1,202 Iti (Ultimate Shear on Anchor Bolts = 48071b) W &E- 91 -2.XLS Page 3 10/6/94 • 1 1/5 U.L. Panel Section Properties • GrandRib 3 29 ga Side Channels Bottom Skin Ix 0.0099 inA4 Ix 0.0870 inA4 Ix 9.146E -06 inA4 y 0.1143 in y 0.6630 in y 0.0072 in A 0.5927 inA2 A 0.1090 inA2 A 0.5220 inA2 t 0.0145 in t 0.0360 in t 0.0145 in S top 0.0155 inA3 H 1.5000 in Fb 40,000 psi S hot 0.0864 inA3 Fb 24,000 psi H 0.7500 in (Properties based upon the DESIGN OF Fb 40,000 psi COLD - FORMED STEEL STRUCTURAL MEMBERS) Section Area T yA (Panel Thick. 2.2500 in GrandRib 3 0.5927 1.6288 0.9654 Side Channel 0.1090 0.6775 0.0738 (Panel r= 0.8380 inA4 Side Channel 0.1090 0.6775 0.0738 Interior Skin 0.5220 0.0072 0.0038 1.3327 1.1168 _ Section 1 T Ay'2 GrandRib 3 0.0099 0.7908 0.3706 Side Channel 0.0870 -0.1605 0.0028 IPanel r 0.9205 inA4 Side Channel 0.0870 -0.1605 0.0028 Interior Skin 0.0000 -0.8308 0.3603 Ifx per ft. = 0.3068 inA4 0 f° " " ^•,,,, 0.1839 0.7366 o a V RLu ' Deflection Limit = L / 180 E = 30.0E +06 , AAA gig Gc = 450 psi �i /, D elta Delta b Delta s ? 9 4, .r ^= 5wLA4(1728) + wLA2 = A. 384 *E'1 4(h +c)Gc = • ,, ■ •• •c.\ Allowable Loa( , `��n /ON �`tW° .• Loading Controlled by Deflection - Controlled by Bendingn.,,,,.o'" Length Load Delta Delta b Delta s Length Load (ft.) (psf) (in) (in) (In) (ft.) (psf) $ ma_ 0.400 0.1949 0.205 ... 80.5 7 44,ia. 0.467 0.2632 0.203 2,_ 59.1 8 33.5 0.533 0.3350 0.198 8 45.3 9 25.5 0.600 0.4088 0.191 9 35.8 10 19.8 0.667 0.4835 0.183 10 29:0 11 15.8__ 0.733 0.5585 0.175 11 23.9 12 12.5 0.800 0.6334 0.167 12 20.1 13 10.1 0.867 0.7080 0.159 13 17.1 14 8.3 0.933 0.7822 0.151 14 14.8 15 6.9 1.000 0.8559 0.144 15 12.9 16 5.8 1.067 0.9292 0.137 16 11.3 12119/92 Page 1 - UL- PAN29.XLS • i. , :lad a a t a . t �r ' :,.. .. ... .. • • TE HOW MUCH TORQUE TO NSILE AND SHEAR VALUES APPLY Applies to all Steel Standard and Nose Corse WEJ -tTS 2-3 turn, of the nut Is sufficient on . • normal Ise tallallons, where average As twee 1141000 Gene si. concrete exists, at about 28 -day Cure. Or n TOR Iw w .I Mar rk,u.ar. Lwweare,a The number of turns required, w aer testa wilw HIM tame / rt • • however, may be less. depending on wanner elrre ag the strength of concrete. Where ban laciest l ags 1i+. 1St beep abnormally high ranges of concrete 11/4 are experienced, for example 14 144 to a 1450 2316 1 6000 - 7000 pal concrete, 1 turns may 274 Equal to 2331 2316 1 V. - only be necessary. WAI -Re need not. 3 8+ F UI I 2423. 2316 114 and should nos, be 7crcea axes -- j ya Sha Longo) - Into clamp load m0:'ea, through K. 2 o the 2402 2500 1 overtoreuing. It is I%0 necessary W e j 'K • 1'e 3185 2500 14 2500 t y� _ with Waffle. _ - 3198 4807 114 THREAD CLASSIFICATION 2 7 1 � , � 3580 4807- 114 . National Coarse. Class 2A lit on 5 q n7r dd��77 4399 4807 3834 4807 '1v, Slanderd WeJ•ite and nose cone We,• -ils. - .. _ 6 _ 4 650 259 7 7 4 -- Expansion Screws only are National 5717 22597 1 c 5645 floe on Ys ". National Coarse on K 2 / 5717 22597 2 fin S , /4 ". - Seh 5789 22597 2'H Test = a i 22597 33/4 Report MEETS O,S.H.A. 7 9015 22597 5 available iv REQUIREMENTS 31/4 8284 25674 2 on request ,ecllon No. 1810.212(b) 4 ' "• 11: 25577 3 ye 5 12636 25674 '3 Yr 45 13893 25674 31 �51�� 8 14372 25574 4 L T 15299 25674 41i • 4 19299 ie Size 5 27607 3 y 6 20415 27607 air Selection aI any anchor I+ not absolutely. 7 21530 27607 4 T scientific because much depends on these 10 22583 27607 - 5 A. - 4c ran: _ - 25740 27607 7 EA.M1, 1. Diameter of the hole already le the n 10 - 25444 32000 Ova Test 12 27115 32000 511 standard . fixture or egvlpleent. _ 28320 32000 7 5 4903 2. Depth, mlz, strength and ale of + 10 •• 272 47903 e r concrete. 1 2 _ _ __ 29728 47903 7 3. Tensile or Shear Values desired. 11/4 1 0 33844 48000 5 y 12 p 4934 48000 6 Y . 4. Salary Factor Ielvired, — _ 35023 48000 7 5 • The dlegram below can b has rW Inr h 1 ' •� 10 40436 48827 5' -4 Ins the minimum length d esired. c ooh 12 ,r 41817 5600 S • 42317 48827 7 ' 8 539.1 58000 51S 115 10 55598 58000 61i - � 12 57414 52.000 9 NUT /WASHER 30tI RCF: AA F ,. T HICKNESS' T herer:a Te n Inc. ae an Ser v lu [nlnr.da. nee�mrnendrC +ere 0 w r.vte$ it4+d -one (mole Ttneln and S valor- -hewn Wrw-rvon to 200 pin. motoey nv rS 10r I /41 ". : 2000 Ip" y ...: . 1%. } FIXTURE T _ 3 _ 60 eor other diameters + -sea THICKNESS A - s00rr, - 90 r .. ea 1 -5 417 L .. .. - I + M IHIM L' M E MSEOMENT CONCRET BLOCX ANO LIGHT WEIaN7 CONCRE AD DATA To ACHIEVE ' SAF HOLOI E wef .lt 200 p/i . 5000 pa Llahtw AF HO OI N r an/ Nab Concrete Bie Concrete fldeelHel w CHART ra Diameter adulate) Tensile T..til. s hear . T y4 5 4 5 1bs. 1961 lbs. 2316 lbs. H e SS2 1641. 24931bs 3562Ib9. '' - 1 277 Ibe. 3125 lb$ 4607 lbs. .: - • la ,2025 lbs. 4778 lbs. 22597 8455 Ilse 256741bs- . . .0 I j 1 17293 Has. - 276071be- 2161816s. 4790.3 1bs- - . _'A ► _ . af,vl[!�'�C .i=k. - • 4. - ' Z ' •:'- • ROOF Z -IRONS 15-0" I 55°561 �l„l„� o COSIS ,1U °9 a �_° 20x20 ce W p 0 0 O O O U 10812" BOTTOM SILL ANGLES • I 9611" { I-- 841/2" I RH GABLE A O ROOF PANELS • 1 ( ®G:s i I © 10 10 10 11 J N co ,ai INTAKE LH GABLE B 0 o c 11 10 10 10 10 f °m 1 1 LH GABLE A 0 BOTTOM SILL ANGLES O O 0 0 O 20x20 a • kl Z i . I1 CC 0 U 15' -O" AUG 01, 1984 — 15:512- 08 C Q \eUI WINO \1410\1420-01 > ROOF Z -IRONS . 4 0 I n - I 12' -0" I 10812" 9612" 841/2" --i O3 LH GABLE A 121 "–I co o W 0 0 LH HEA B p 4 1 1/2 roof panels R -11 N . 0 1 1/2 wall panels R -11 r p 242" WL =80 mph EXP 5 SL =40 p .fi0 ' 2 RH GABLE B EXHAUST O 111111 �o � to i - _1 i, O RH GABLE A - 19 ' • '' n• g / /OI1 A� � " G " GENFRAL NOTES J , ,,,,,,,,,,,, 1. ALL WALLS VIEWED FROM THE INSIDE. 2. PANELS ARE TYPICALLY 36" WIDE EXCEPT WHERE NOTED. 3. WALL DIMENSIONS ARE INSIDE, ADD 3" FOR OUTSIDE DIMENSIONS. 4. PANELS ARE NUMBERED BY TYPE, NOT BY ASSEMBLY ORDER. 5. PANELS WITH MATCHING NUMBERS ARE INTERCHANGEABLE. Es_ ll?I E UIDIAILD GO ENC0 P.O. BOX 29 STERLING, CO. 80751 (303) 522 -8833 I DEALER: PARK PIPELINE PRODUCTS, MC.. DATE 'DRAIN BY: 10/fi/ FOR SCALE: Y =1' -0" PUBLIC SERVICE OF COLORADO — - WIDTH LENGTH EAOE OR HI SIDE LOW SIDE BID. TYPE ROOF STILE R -VALUE —"I 12 -0" 15' -0" 7-0" UL 4:12 11 DRAWING TITLE DRAWING NUMBER 1 BUILDING ASSEMBLY LAYOUT 1452 -01 1 - j 1 15' -3 T � { CONCRETE LAYOUT , NOTES 1. CONCRETE MUST BE LEVEL WITHIN ±P*" IN 10=0'. 2. CONCRETE TO HAVE A MINIMUM OF 4000 P51 COMP STRENGTH AT 28 DAYS 9 �� 3. CONCRETE WILL BE SUPPLIED BY OWNER CONFORMIN APPLICABLE BUILDING CODES. 4. CONCRETE MUST BE SQUARE FOR BUILDING TO BE 5 5. ELITE BUILDINGS, INC., RECOMMENDS THE USE OF EX ANCHOR BOLTS INSTALLED DURING ERECTION OF Bill 6. ANCHOR BOLTS TO BE SUPPLIED BY ELITE BUILDING.1 AUG 01; 1994 - 1&5&17 < c \HUI D1NC\1 10 \1410 -Cf > 1 ESSIVE ELTTE, I3UMLIDlNGO ENO P.O. BOX 29 STERLING, CO. 80751 (303) 522 -8833 3 TO ALL ° PARK PIPELINE PRODUCTS, INC. 8 -1 -94 DRAWN ' OUARE. FOR: PUBUC SERVICE OF COLORADO SCALE: ]h =1 -0 �/ PANDABLE WIDTH LENGTH EAVE OR HI SDE LOW SIDE BLD. TYPE ROOF STYLE. R -VALUE +1NG. 12' -0" 15' -O" 7' -O" UL 4:12 - 11 INC. DRAWING TIRE: DRAWING NUMBER CONCRETE LAYOUT 1420 -C1 OF Recorded ai '' I �k A M. NPR 11 1964 , JOs3ZZ Reception No MILDRED ALSDORF, RECORDER O ‘F FIELD COUNTY, COLORADO EASEMENT AND RIGHT OF WAY AGREEMENT BOOK 64 7 PAGE75 7 THE STATE OF COLORADO ) KNOW ALL MEN BY THESE PRESENTS: COUNTY OF GARFIELD ) THIS FOR AND IN CONSIDERATION of the sum of Ten and No /100 Dollars ($10.00) and other good and valuable consideration, in hand, paid to SKYLINE OIL COMPANY, hereinafter called "Grantor ", the receipt of which is hereby acknowledged, Grantor does hereby grant, bargain, sell and convey unto WESTERN SLOPE GAS COMPANY, hereinafter called "Grantee ", its successors and assigns, a right of way and easement to construct, maintain, operate, repair and remove one (1) gas measuring and regulating station together with the right to install, operate and maintain measuring and regulating devices, pipes, valves, controls, gas line heaters, communication equipment, gas odorizers and all other equipment and appurtenances of any kind and character, together with any and all other structures and improvements including fences incident and necessary thereto, or useful in connection therewith on the following described lands situated in Garfield County, Colorado. The East one half (E 1/2) of the Northeast one quarter (NE 1/4) of Section 19, Township 7 South, Range 95 West, 6th P.M., Garfield County, Colorado, more fully described in Special Warranty Deed Recorded in Book 464, Page 585 of the Deed Records of Garfield County, Colorado. Description of the premises covered by this easement is as follows: Beginning at the NE Corner of Section 19, T -7 -S, R -95 -W of the 6th P.M., said Point being the True Point of Beginning; Thence West along the North Section line 180.00 feet; Thence South parallel with the East Section line 100.00 feet; Thence East parallel with the North Section line 180.00 feet; Thence North along the East Section line 100.00 feet to the Point of Beginning. Subject to existing road Right of Ways. Said Parcel contains .413 acre, more or less. together with the right to provide adequate security measures for its equipment and right of ingress and egress over and across the above described lands and adjacent lands of the Grantor for all purposes incident to this grant and with the right of assignment. TO HAVE AND TO HOLD the right of way and easement into Grantee, its successors and assigns for as long as said right of way and easement is used for the .purposes stated above,. however, should the right of way and easement cease to be used for said purposes for a continuous period BOOK 647 PASE758 ereunder shall ter of two (2) years all rights granted hereunder and revert to Grantor, its successors and assigns. Grantee shall have sixty (60) days thereafter in which to remove said gas measuring and regulating station and any and all improvements placed upon said land and shall restore the premises to as near its original condition as is practicable. Should Grantor, in its use and development of the premises require any reasonable alteration or relocation of the measuring and regula- ting station herein proposed, then Grantee, at its sole cost and expense, ' shall so alter or relocate its measuring and regulating station within Grantor's premises, provided that any relocated site shall be adjacent to Grantee's gas pipeline. Grantor's premises are the lands first de- scribed on page 1 hereof as the same may be reduced by subsequent sales of any portions thereof to third parties. Following completion of construction, Grantee shall clean up and restore the premises in a good workmanlike manner and will maintain the measuring and regulating station in a satisfactory condition. Grantee, its employees, agents, invitees, successors and assigns shall exercise Grantee's rights hereunder at Grantee's sole risk and expense, and Grantee, its successors and assigns, shall indemnify and hold Grantor harmless from and against any and all claims, actions, loss, damage, costs, expenses and liability of any nature that may result from and arise out of the exercise of rights granted herein, including the breech, violation or nonperformance of any obligation of Grantee, its successors and assigns. It is agreed that this grant covers all the agreements between the parties and no representations or statements, verbal or written, have been made, modifying, adding to, or changing the terms of this agreement. Except as provided above with respect to relocation of the easement, the terms and provisions hereof shall insure to the benefit of and be binding upon Grantor and Grantee and their respective heirs, • representatives, successors or assigns. - 2 - 1 . 1300K 64'7 PAsE`759 EXECUTED the &L day of MX/4r- , A.D., 19 6/ • ATTESTED: SKYLINE OI COMPANY i "i ,wfi By st� re sident '� ,t Se retary W.C. Lon ,�� ,r ATTE�atEI)p•'' WESTERN SLOPE GAS COMPANY • Assistant Secretary J J M. Hassoldt •F r, -1 r i e President & General Manager • • • • • • • • • • • • • • • - 3 -